房建预算工程量计算书
样板房工程量计算书(最终稿)
序号 分项工程名称 挖基础土方 3:7灰土垫层 C15 砼垫层 C30 砼筏板基础 横向板底筋Asx 纵向板底筋Asy 基础土方回填 C30矩形柱 (1.6m以内) 主筋 箍筋 地面3:7灰土 MU10标准砖基础； C25地圈梁 砌体内Φ 6墙拉筋 筏板基础防水 地圈梁钢筋 地圈梁箍筋 C30砼屋面现浇板 横向板底筋'@200 纵向板底筋'@200 240厚标砖MU7.5外 φ 12 φ6 技术特征 (规格型号) 单位 m3 m3 m m
3 3
计 (20.6*18.4-4.8*6.9)*1.65 (18.6*16.4-4.8*6.9)*0.3 (16.2*14-4.8*6.9)*0.1 (16*13.8-4.8*6.9)*0.3
算
公
式
数量 #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME? #NAME?
3
（16.1*13.9-6.9*5.9-3.7*0.6）*0.135
φ10 φ10
kg （16.1-0.025*2）*（13.9/0.2+1）*0.618*2 kg （13.9-0.025*2）*（16/0.2+1）*0.618*2 m
3
21 墙砌体
(74.6*3.35(0.8*1.5+1.75*1.9+0.8*2+1.7*1.9+1.6*1.9+1.8*1.9+0.8*1.2*2+1 .9*1.9+2.3*2.4))*0.24
工程量计算书
湿土排水
m3
327.61
B=1.2 C=0.3 H湿=0.60 L=38.4+14.6+38.4+18.9-2.7+1.35×3.14+2.4+4.3+23+3.95+21.95+13.7+13.4+5.3×7+4.1×6+1×11+5.3×4+3.3×4+1.7=303.339 V=(1.2+2×0.30)×0.60×303.339=327.60612
V过=0.24×0.12×(0.6+0.24)=0.05
V=0.24×[9.42×(3.2×0.16)-1.8]-0.05=6.4
V`=3×6.4=19.2
11
M7.5混合砂浆多孔砖内外墙（5~7层）
m3
452.72
V窗=2×1.5×2.1+2×1×2.1+2×1.5×2.7+18×1×2.7+2×1
二桩基础与加固工程
5
C20沉管灌注桩
m3
474.39
V=180×3.14×0.213²×18.5=474.39
6
桩尖埋设
个
180
三砌筑工程
7
碎石垫层
m3
38.36
S=(3+3.3-1.2-0.24)×(12-0.24)-(3+3.3-1.2-0.24)×2
×0.24=54.8
V=54.8×0.1×7=38.36
V3=0.08×1.15×3.14×(1+0.12)=0.32
V4=0
29
栏板砼
m3
3.80
土木工程房建计算书
独创性声明本人声明所呈交的学位论文是本人在老师指导下进行的研究工作及取得的研究成果，除了文中特别加以标注和致谢的地方外，论文中不包含其他人已经发表或撰写过的研究成果。
与我一同工作的同志对本研究所做的任何贡献均已在论文中作了明确的说明并表示谢意。
学位论文作者签名：日期：学位论文版权使用授权书本学位论文作者授权长江师范学院可以将学位论文的全部或部分内容编入有关数据库进行检索，允许论文被查阅和借阅，可以采用影印、缩印或其它复制手段保存、汇编学位论文。
（保密的学位论文在解密后适用本授权书）学位论文作者签名：指导教师签名：日期：日期：摘要本项目为西安文理学院大学教学楼，建筑高度为19.80m，共五层，总建筑面4402.85m2，设计年限为50年，抗震设防烈度为6度，结构类型为多层钢筋混凝土框架结构，楼板为双向板，楼梯采用板式楼梯，基础采用柱下独立基础。
框架结构内力计算时，在竖向荷载作用下框架内力近似计算时采用分层法。
在计算过程中对梁的弯矩进行了调幅，板内力计算采用弹性理论计算方法。
对建筑中出现的墙体均直接放在梁上，墙、板的重量传给梁，梁再传给柱，传力路线明确。
手工计算完毕后，用结构分析软件PKPM进行了整体框架计算。
设计成果包括计算书、施工图纸、结构图绘制、建筑图纸四部分。
关键词：框架结构；独立基础；板式楼梯AbstractThis project for the xi 'an college of liberal arts at the university of the building and construction height is 19.80 meters, a total of five layers, total construction surface 4402.85, design life of 50 years, according to the seismic fortification intensity is 6 degrees, structure type of multi-storey reinforced concrete frame structure, floor for two-way slab, stairs using plate stairs, foundation USES the independent foundation under column frame structure internal force calculation, the framework of internal force under the vertical load approximate calculation in the layered method is adopted in the process of calculation on the beam bending moment amplitude modulation, plate using elastic theory method to calculate the internal force calculation of in the construction of the wall are directly on the beam, wall plate to the beam, the weight of the beam to column, power transmission lineAfter the manual calculation, using PKPM structural analysis software to calculate the overall framework design result four parts including calculation chart drawing construction drawings of the construction drawingsKey words：Frame structure; Independent foundation; Plate stairs目录1设计资料 (1)1.1工程概况 (1)1.2建筑设计说明书 (1)1.3结构说明书 (4)2结构的选型和布置 (5)2.1结构选型 (5)2.2结构布置 (5)2.3初估梁柱截面尺寸 (6)3框架计算简图及梁柱线刚度 (8)3.1确定框架计算简图 (8)3.2框架梁柱的线刚度计算 (8)4荷载计算 (9)4.1恒载标准值的计算 (9)4.2活荷载标准值计算 (11)4.3竖向荷载下框架受荷总图 (11)4.4 恒活荷载作用下的弯矩计算 (16)4.5风荷载计算 (16)5内力计算 (18)5.1恒活荷载作用下的梁柱端剪力计算 (18)5.2框架结构柱的内力组合 (23)6构件配筋计算 (26)6.1框架梁截面设计 (26)6.2框架柱截面设计 (31)6.3板的截面设计 (35)6.4楼梯设计 (42)6.5基础设计 (46)7PKPM电算结果 (57)7.1设计依据 (57)7.2结构模型概况 (57)7.3质量信息 (62)7.4荷信息 (64)参考文献 (78)致谢 (79)附录 (80)1 设计资料1.1 工程概况建设地点：西安文理学院大学教学楼工程名称：西安文理学院工程概况：五层混凝土框架填充墙结构，建筑面积4402.85m 2，楼板及屋盖均采用现浇钢筋混 凝土结构，楼板厚度取120mm ，填充墙采用加气混凝土砌块。
工程量计算书11374
目录第一章：编制说明及施工图说明1.编制总说明2.施工图说明第二章：工程量计算表一：建筑面积计算表表二：门窗统计表表三：基数计算表表四：楼面预制构件统计表表五：工程量计算表表六：钢筋工程量计算表表七：钢筋工程量汇总表第三章：工料分析表表八：人工工日、机械台班、材料消耗分析表表九：人工、机械台班、材料消耗量汇总表第四章：工程造价计算分析表十：未计价材料费计算表表十一：主要材料价差调整表表十二：直接费计算表表十三：间接费计算表表十四：其他项目计算表表十五：定额直接工程费计算、调整表表十六：未计价材料费计算表表十七：主要材料价差调整表表十八：利税、税金调整表表十九：工程造价计算汇总表（土建）第一章编制说明及施工图说明一、编制总说明：1、工程概况：本工程为某公司四层砖混结构办公楼，建筑总面积。
具体做法可参见建筑设计说明。
2、投标报价范围包括：本司办公楼工程施工图范围内的建筑工程和装饰装修工程。
3、编制依据包括：（1) 本工程施工组织设计及所制定施工方案。
（2) 本工程现有建筑、结构施工图、图纸会审纪要、设计变更文件。
（3）《贵州省建筑装饰工程计价定额（2004）版》（4）人工费调整：2011年9月1日后执行黔建施通[2011]564号，黔建施通[2008]297号文安装专业人工费调增54%，其他专业调整57%，单独承包土石方工程调整%机械费调整：2011年9月1日后执行黔建施通[2011]564号。
（5）贵阳市2011年12月主要建筑材料市场指导价。
（6）关于印发《建筑安装工程费用项目组成的通知》[2003]206号。
（7）本工程施工合同，工程变更合同未计入。
（8）国家建筑相关法律、法规、及行政规章。
（9）图纸以外的相关措施费用及今后增加的工程数量按实签证，不包含在此次预算包干中。
4、工程说明：（1）本工程为学习指导参考用，施工图因不可直接用于实际工程。
本工程施工图预算价因编制人水平缺陷及缺乏相应的编制依据，不可用于该实际工程实际的投标报价或招标控制价。
一号楼工程量计算书
一号楼工程量计算书一、柱钢筋计算1.±0.000以下的钢筋计算KZ 1:-纵筋：28 20()()11440.60.6 3.70.628114.833L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦81.0768m =()()()20.3 1.320.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦126.6768m =()()()30.250.820.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 84.8768m()()4110.80.320.0250.01222 1.90.0122100.012,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 42.336m ()()()50.820.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 37.506m ()()()60.520.02530.012 1.90.0122100.012,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 54.012m ()()()70.320.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 20.006m()()()80.2520.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 18.256m 1ni i L L ==∑ (8)n = 81.0768126.676884.876842.33637.50654.0120.00618.256=+++++++ 427.4872m = KZ 2:- 纵筋： 4 20()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 25()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.520.025840.008 1.90.0082100.008,0.075210.6 1.10.12 1.90.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦62.6944m =()()(){()}()20.50.02520.0224110.02220.50.0252240.008 1.90.0082100.008,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦81.2971m = 1ni i L L ==∑ (2)n =62.694481.2143.9915m =+=KZ 3:-纵筋： 7 20()()11440.60.6 3.70.6728.733L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦14 25()()11440.60.6 3.70.61457.433L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m=()()()20.250.920.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦90.364m =()()(){()}()30.50.02520.0254110.02520.50.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦52.8967m = ()()()40.920.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 39.13m()()()50.520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 25.13m()()()60.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (6)n =78.96490.36452.896739.132302.8647m =+++++=KZ 4:-纵筋：32 20()()11440.60.6 3.70.632131.233L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦81.0768m =()()()20.25 1.1520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦111.4768m = ()()()30.25120.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 100.0768m()()4110.50.320.0250.01222 1.90.0122100.012,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 40.0027m ()()5110.650.2520.0250.01222 1.90.0122100.012,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 36.211m ()()()6120.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 44.506m ()()()70.520.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 27.006m ()()()80.2520.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 18.256m 1ni i L L ==∑ (8)n =81.0768111.4768100.176840.002736.21144.50627.00618.256322.3243m =+++++++=KZ 5:-纵筋： 4 20()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦10 25()()11440.60.6 3.70.6104133L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦81.0768m =()()()20.3 1.620.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦149.4768m = ()()(){()}()30.50.02520.024110.0220.50.0252240.012 1.90.0122100.012,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦57.1773m = ()()4111.10.320.0250.01222 1.90.0122100.012,0.07526240.60.112L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 82.3387m ()()()5 1.620.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 65.506m ()()()60.320.02530.012 1.90.0122100.012,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 20.006m 1ni i L L ==∑ (6)n =81.0768149.476857.177382.338766155.5816m =+++++=KZ 6:-纵筋： 5 20()()11440.60.6 3.70.6520.533L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦12 25()()11440.60.6 3.70.61249.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.420.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦71.364m=()()()20.250.820.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦82.764m =()()(){()}()30.50.02520.0254110.02520.40.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦45.8967m =()()()40.820.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 35.63m()()()50.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (5)n =71.36482.76445.896735.252.0347m =++++=KZ 7:-纵筋： 12 20()()11440.6 3.70.60.61249.233L m ⎡⎤=-⨯-+--⨯=⎢⎥⎣⎦箍筋： 10@100/150()()10.50.520.025840.01 1.90.012100.01,0.0752L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦()10.6 1.10.12 1.90.1513⨯-+÷++÷-+⎡⎤⎣⎦64.418m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦84.6347m = 1ni i L L ==∑ (2)n =64.41884.63149.0527m=+=KZ 8:-纵筋： 8 20()()11440.60.6 3.70.6832.833L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦66.496m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦120.524m = 1ni i L L ==∑ (2)n =66.496120.5187.02m =+=KZ 9:-纵筋： 12 18()()11440.60.6 3.70.61246.833L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.420.025840.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦58.218m =()()(){()}()20.50.02520.0184110.01820.40.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦36.456m =()()(){()}()30.40.02520.0184110.01820.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦40.1893m =1ni i L L ==∑ (3)n =58.21836.45640.102.4073m=++=KZ 10:-纵筋： 45 20()()11440.60.6 3.70.645184.533L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m=()()()20.25 2.320.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦196.764m=()()()30.25120.025840.01 1.90.012100.01,0.075240.60.113L M a x =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦97.964m =()()4110.50.2520.0250.0122 1.90.012100.01,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 34.6967m ()()5110.90.2520.0250.0122 1.90.012100.01,0.07525240.60.114L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 142.52m()()()6120.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 42.63m()()()70.520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 25.13m1ni i L L ==∑ (7)n =78.964196.76497.96434.6967142.5213716.6327m=++++++=KZ 11:-纵筋： 23 20()()11440.60.6 3.70.62394.333L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25 1.320.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦120.764m =()()(){()}()30.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦52.6633m = ()()4110.80.2520.0250.0122 1.90.012100.01,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 37.03m()()()5 1.320.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 53.13m()()()60.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (6)n =78.964120.76452.663337.035358.9313m =+++++=KZ 12:-纵筋： 8 20()()11440.60.6 3.70.6832.833L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.420.025840.012 1.90.0122100.012,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦73.4768m =()()(){()}()20.50.02520.024110.0220.40.0252240.012 1.90.0122100.012,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦47.6093m =()()(){()}()30.40.02520.024110.0220.50.0252240.012 1.90.0122100.012,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦52.276m = 1ni i L L ==∑ (3)n =73.476847.60935173.3621m =++=KZ 13:-纵筋： 2 18()()11440.60.6 3.70.628.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦()()11440.60.6 3.70.6624.633L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100()()()10.40.420.025840.008 1.90.0082100.008,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦61.6512m =()()()20.420.02530.008 1.90.0082100.008,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦=39.508m1ni i L L ==∑ (2)n =61.651239.5101.1592m=+=KZ 14:- 纵筋： 12 20()()11440.60.6 3.70.61249.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.420.025840.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦58.3168m =()()(){()}()20.50.02520.024110.0220.40.0252240.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦36.2229m =()()(){()}()30.40.02520.024110.0220.50.0252240.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⎡⎤⎣⎦40.0896m =1ni i L L ==∑ (3)n =58.316836.222940134.6293m =++=纵筋： 2 18()()11440.60.6 3.70.628.233L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦6 20()()11440.60.6 3.70.6624.633L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.40.420.025840.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦51.9168m =()()()20.420.02530.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1512L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-⨯⎡⎤⎣⎦=32.7352m1ni i L L ==∑ (2)n =51.916832.7384.652m =+=KZ 16:-纵筋： 12 20()()11440.6 3.70.60.61249.233L m ⎡⎤=-⨯-+--⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦64.418m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075210.6 1.10.12 1.90.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦84.6347m = 1ni i L L ==∑ (2)n =64.41884.63149.0527m =+=KZ 17:-纵筋：28 20()()11440.60.6 3.70.628114.833L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25120.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦97.964m =()()()30.250.820.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 82.764m ()()4110.50.2520.0250.0122 1.90.012100.01,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 34.6967m ()()()5120.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 42.63m()()()60.820.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 35.63m()()()70.520.02530.01 1.90.012100.01,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 50.26m()()()80.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m 1ni i L L ==∑ (8)n =78.96497.96482.76434.696742.6335.616.38439.2887m =+++++++=KZ 18:-纵筋： 27 20()()11440.60.6 3.70.627110.733L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25 1.620.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦143.564m =()()(){()}()30.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦37.8353m = ()()4111.10.2520.0250.0122 1.90.012100.01,0.07526240.60.112L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 71.7267m ()()()5 1.620.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 63.63m()()()60.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 16.38m1ni i L L ==∑ (6)n =78.964143.56437.835371.7267412.1m =+++++=KZ 19:-纵筋： 15 20()()11440.60.6 3.70.61561.533L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦4 22()()11440.60.6 3.70.6416.433L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.420.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦71.364m=()()()20.25 1.0520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦101.764m =()()(){()}()30.50.02520.024110.0220.40.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦45.6633m =()()4110.550.2520.0250.0122 1.90.012100.01,0.07523240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 35.8633m ()()()5 1.0520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 44.38m1ni i L L ==∑ (5)n =71.364101.76445.663335.8299.0347m =++++=KZ 20:-纵筋： 34 20()()11440.60.6 3.70.634139.433L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦78.964m =()()()20.25 1.320.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦120.764m =()()()30.25 1.2520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦= 116.964m ()()4110.80.2520.0250.0122 1.90.012100.01,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦=37.03m()()5110.750.2520.0250.0122 1.90.012100.01,0.07524240.60.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯-÷+⎡⎤⎣⎦= 36.155m ()()()6 1.320.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 53.13m()()()7 1.2520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 51.38m()()()80.520.02530.01 1.90.012100.01,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 50.26m()()()90.2520.02530.01 1.90.012100.01,0.075240.60.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⨯⎡⎤⎣⎦= 32.76m1ni i L L ==∑ (9)n =78.964120.764116.96437.0336.15553.1351850.2632.76577.407m =++++++++=KZ 21:-纵筋： 21 22()()11440.60.6 3.70.61249.233L m ⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.520.025840.0 1.90.0082100.008,0.075210.6 1.20.12 1.80.1513L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-+÷++÷-+⎡⎤⎣⎦64.7168m =()()(){()}()20.50.02520.0224110.02220.50.0252240.008 1.90.0082100.008,0.075210.6 1.20.12 1.80.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-+÷++÷-⨯⎡⎤⎣⎦84.2005m =1ni i L L ==∑ (2)n =64.716884.20148.9173m =+=AZ 1:-纵筋： 10 18()()11440.60.6 3.70.6104133L m⎡⎤=-⨯--+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.450.2520.025840.01 1.90.012100.01,0.075240.60.113L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷++⎡⎤⎣⎦56.164m =()()(){()}()20.450.02520.0184110.01820.250.0252240.01 1.90.012100.01,0.075240.60.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯-÷+⎡⎤⎣⎦33.9033m =()()()30.4520.02530.01 1.90.012100.01,0.075240.60.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯-÷+⎡⎤⎣⎦= 23.38m1ni i L L ==∑ (3)n =56.16433.903323.38113.4473m=++=±0.000以下的钢筋汇总2.±0.000～3.700的钢筋计算KZ 1:-纵筋：28 20()()113.7 3.70.6 3.60.628102.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+81.0768m =()()()20.3 1.320.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 126.6768m = ()()()30.250.820.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 84.8768m ()()4110.80.320.0250.01222 1.90.0122100.012,0.0752423.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+= 45.9648m ()()()50.820.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+=40.7028m ()()()60.520.02530.012 1.90.0122100.012,0.07523.70.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+⨯= 29.3208m ()()()70.320.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ =21.7208m ()()()80.2520.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+=19.8208m 1ni i L L ==∑ (8)n =81.0768126.676884.876845.964840.720829.320821.720819.8208430.3576m =+++++++=KZ 2:-纵筋： 4 20()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦4 22()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦4 25()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.520.025840.008 1.90.0082100.008,0.07521 1.10.12 1.60.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦64.7168m =()()(){()}()20.50.02520.0224110.02220.50.0252240.008 1.90.0082100.008,0.07521 1.10.12 1.60.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⨯⎡⎤⎣⎦92.5696m =1ni i L L ==∑ (2)n =64.716892.56157.5864m =+=KZ 3:-纵筋： 7 20()()113.7 3.70.6 3.60.6725.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦14 25()()113.7 3.70.6 3.60.61451.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m=()()()20.250.920.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 90.364m =()()(){()}()30.50.02520.0254110.02520.50.0252240.01 1.90.012100.01,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+57.4307m =()()()40.920.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 42.484m ()()()50.520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 27.284m ()()()60.2520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 17.784m 1ni i L L ==∑ (6)n =78.96490.36457.430742.48427314.3107m =+++++=KZ 4:-纵筋：32 20()()113.7 3.70.6 3.60.632117.333333L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m =()()()20.25 1.1520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+109.364m =()()()30.25120.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 97.964m ()()4110.50.320.0250.01222 1.90.0122100.012,0.0752323.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+= 43.4315m ()()5110.650.2520.0250.01222 1.90.0122100.012,0.0752423.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+ = 39.3148m ()()()6120.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 48.3208m ()()()70.520.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 24.3208m ()()()80.2520.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 19.8208m 1ni i L L ==∑ (8)n =78.964109.36497.96443.431539.314848.320829.320819.8208466.5007m =+++++++=KZ 5:-纵筋： 4 20()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦10 25()()113.7 3.70.6 3.60.61036.666733L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.520.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+81.0768m =()()()20.3 1.620.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 149.4768m =()}()0.0122100.012,0.0752 3.70.11Max ⨯+⨯⨯⨯÷+ 57.1773m =()()4111.10.320.0250.01222 1.90.0122100.012,0.0752623.70.112L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+⨯89.3963m =()()()5 1.620.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 71.1208m ()()()60.320.02530.012 1.90.0122100.012,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 21.7208m 1ni i L L ==∑ (6)n =81.0768149.476857.177389.396371.208464.354m=+++++=KZ 6:-纵筋：5 20()()113.7 3.70.6 3.60.6518.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦12 25()()113.7 3.70.6 3.60.6124433L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.420.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+71.364m=()()()20.250.820.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 82.764m =()}()0.012100.01,0.0752 3.70.11Max ⨯+⨯⨯⨯÷+ 61.2307m =()()()40.820.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ =38.684m()()()50.2520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 17.784m 1ni i L L ==∑ (5)n =60.09669.69641.962732.57271.8267m =++++=KZ 7:-纵筋： 12 20()()113.7 3.70.6 3.60.6124433L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦66.496m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.07521 1.10.12 1.60.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⨯⎡⎤⎣⎦96.2987m =1ni i L L ==∑ (2)n =66.49696.29162.7947m=+=KZ 8:-纵筋： 8 20()()113.7 3.70.6 3.60.6829.333333L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦()()113.7 3.70.6 3.60.6414.666733L m ⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.520.025840.01 1.90.012100.01,0.07521 1.20.12 1.50.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦68.574m =()()(){()}()20.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.07521 1.20.12 1.50.1512L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⨯⎡⎤⎣⎦99.308m = 1ni i L L ==∑ (2)n =68.57499.3167.882m =+=KZ 9:-纵筋： 12 18()()113.7 3.70.6 3.60.6124433L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100/150()()()10.50.420.025840.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦60.096m =()()(){()}()20.50.02520.0184110.01820.40.0252240.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦41.664m =()()(){()}()30.40.02520.0184110.01820.50.0252240.01 1.90.012100.01,0.07521 1.10.12 1.60.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦45.9307m =1ni i L L ==∑ (3)n =60.09641.66445.147.6907m =++=纵筋： 45 20()()113.7 3.70.6 3.60.64516533L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m=()()()20.25 2.320.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 196.764m=()()()30.25120.025840.01 1.90.012100.01,0.07523.70.11L M a x=+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+97.967m =()()4110.50.2520.0250.0122 1.90.012100.01,0.0752323.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+=37.6707m ()()5110.90.2520.0250.0122 1.90.012100.01,0.0752523.70.114L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+⨯= 154.736m ()()()6120.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 46.284m ()()()70.520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+= 27.284m 1ni i L L ==∑ (7)n =78.964196.76497.96437.6707154.736027.284639.6667m =++++++=KZ 11:-23 20()()113.7 3.70.6 3.60.62384.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 10@100()()()10.50.520.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+78.964m =()()()20.25 1.320.025840.01 1.90.012100.01,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ 120.764m =()()(){()}()30.50.02520.024110.0220.50.0252240.01 1.90.012100.01,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+51.1773m = ()()4110.80.2520.0250.0122 1.90.012100.01,0.0752423.70.11L Max ⎡⎤⎛⎫=⨯+-⨯+⨯⨯⨯+⨯⨯+⨯⨯ ⎪⎢⎥⎝⎭⎣⎦⨯÷+= 40.204m ()()()5 1.320.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 57.684m ()()()60.2520.02530.01 1.90.012100.01,0.07523.70.11L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+ = 17.784m 1ni i L L ==∑ (6)n =78.964120.76457.177340.20457372.5773m =+++++=KZ 12:-纵筋： 8 20()()113.7 3.70.6 3.60.6829.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦4 22()()113.7 3.70.6 3.60.6414.666733L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 12@100()()()10.50.420.025840.012 1.90.0122100.012,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+73.4768m =()()(){()}()20.50.02520.024110.0220.40.0252240.012 1.90.0122100.012,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+ 51.6901m =()()(){()}()30.40.02520.024110.0220.50.0252240.012 1.90.0122100.012,0.0752 3.70.11L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯÷+56.7568m =1ni i L L ==∑ (3)n =73.476851.690156181.9237m =++=KZ 13:-纵筋： 2 18()()113.7 3.70.6 3.60.627.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦6 20()()113.7 3.70.6 3.60.662233L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100()()()10.40.420.025840.008 1.90.0082100.008,0.07523.70.11L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+61.6512m =()()()20.420.02530.008 1.90.0082100.008,0.07523.70.112L Max =-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯÷+⨯ =42.8944m 1ni i L L ==∑ (2)n =61.651242.8988.0384m=+=KZ 14:- 纵筋： 12 20()()113.7 3.70.6 3.60.6124433L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.50.420.025840.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦60.1392m =()()(){()}()20.50.02520.024110.0220.40.0252240.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦41.2192m =()()(){()}()30.40.02520.024110.0220.50.0252240.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =-⨯-÷-⨯+⨯+-⨯⨯+⨯+⨯⎡⎤⎣⎦⨯+⨯⨯⨯+÷++÷-⎡⎤⎣⎦45.6192m =1ni i L L ==∑ (3)n =60.139241.219245146.9776m =++=KZ 15:-纵筋： 2 18()()113.7 3.70.6 3.60.627.333333L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦6 20()()113.7 3.70.6 3.60.662233L m⎡⎤=-⨯-+-⨯=⎢⎥⎣⎦箍筋： 8@100/150()()()10.40.420.025840.008 1.90.0082100.008,0.07521 1.20.12 1.50.151L Max =+⨯-⨯+⨯+⨯⨯+⨯⨯⎡⎤⎣⎦⨯+÷++÷-⎡⎤⎣⎦53.5392m =。
工程量计算书
合同编号：LDW-2010-001H 编号：L-001-1 34联测内容：合同编号：LDW-2010-001H 编号：L-001-2 89联测内容：合同编号：LDW-2010-001H 编号：L-001-31415联测内容：合同编号：LDW-2010-001H 编号：L-002-12021联测内容：合同编号：LDW-2010-001H 编号：L-002-22627联测内容：合同编号：LDW-2010-001H 编号：L-002-33233联测内容：“四方”现场联测记录(计算)单3738合同编号：LDW-2010-001H 编号：L-002-4 39联测内容：“四方”现场联测记录(计算)单4344合同编号：LDW-2010-001H 编号：L-002-5 45联测内容：“四方”现场联测记录(计算)单4950合同编号：LDW-2010-001H 编号：L-002-6 51联测内容：“四方”现场联测记录(计算)单5556合同编号：LDW-2010-001H 编号：L-003-1 57联测内容：“四方”现场联测记录(计算)单6162合同编号：LDW-2010-001H 编号：L-003-2 63联测内容：“四方”现场联测记录(计算)单6768合同编号：LDW-2010-001H 编号：L-003-3 69联测内容：“四方”现场联测记录(计算)单7374合同编号：LDW-2010-001H 编号：L-003-4 75联测内容：“四方”现场联测记录(计算)单7980合同编号：LDW-2010-001H 编号：L-004-1 81联测内容：“四方”现场联测记录(计算)单8586合同编号：LDW-2010-001H 编号：L-004-2 87联测内容：“四方”现场联测记录(计算)单9192合同编号：LDW-2010-001H 编号：L-004-3 93联测内容：“四方”现场联测记录(计算)单9798合同编号：LDW-2010-001H 编号：L-005-1 99联测内容：“四方”现场联测记录(计算)单103104合同编号：LDW-2010-001H 编号：L-005-2 105联测内容：“四方”现场联测记录(计算)单109110合同编号：LDW-2010-001H 编号：L-006-1 111联测内容：“四方”现场联测记录(计算)单115116合同编号：LDW-2010-001H 编号：L-007-1 117联测内容：“四方”现场联测记录(计算)单121122合同编号：LDW-2010-001H 编号：L-007-2 123联测内容：“四方”现场联测记录(计算)单127128合同编号：LDW-2010-001H 编号：L-008-1 129联测内容：“四方”现场联测记录(计算)单133134合同编号：LDW-2010-001H 编号：L-008-2 135联测内容：“四方”现场联测记录(计算)单139140合同编号：LDW-2010-001H 编号：L-008-3 141联测内容：“四方”现场联测记录(计算)单145146合同编号：LDW-2010-001H 编号：L-009-1 147联测内容：“四方”现场联测记录(计算)单151152合同编号：LDW-2010-001H 编号：L-009-2 153联测内容：“四方”现场联测记录(计算)单157158合同编号：LDW-2010-001H 编号：L-009-3 159联测内容：“四方”现场联测记录(计算)单163164合同编号：LDW-2010-001H 编号：L-0010-1 165联测内容：“四方”现场联测记录(计算)单169170合同编号：LDW-2010-001H 编号：L-0010-2 171联测内容：“四方”现场联测记录(计算)单175176合同编号：LDW-2010-001H 编号：L-0011-1 177联测内容：“四方”现场联测记录(计算)单181182合同编号：LDW-2010-001H 编号：L-0011-2 183联测内容：“四方”现场联测记录(计算)单187188合同编号：LDW-2010-001H 编号：L-0011-3 189联测内容：191深圳2号区域绿道二线段Ⅰ标段“四方”现场联测记录(计算)单192193合同编号：LDW-2010-001H 编号：L-001-2 联测内容：194。
工程量计算书模板
工程量计算书模板第二部分工程量计算书第1章土建工程量工程名称:分部(项)名称计算公式工程量单位一层:S=[124.68+0.24-(5+6)*2-0.1*2]*(9+0.24)=949.133 1建筑面积S=(6+0.24)*0.23*4=5.741 2S=[3.14(4.3+0.24)*(4.3+0.24)*120度/360度+(5+0.12-1.277+5+0.12)*(6-1.6-0.332)3/2+(5+0.12-1.277+7+0.24)*(2.5+0.332)/2+(1.6+0.12)*(5+0.24)+(7+0.24)*(2.5+0.12)]*2=1 16.96S= S+ S +S=949.133+5.741+116.96=1121.834 一层总1233339.662 ? S= S+ S +S=949.133+5.741+116.96=1121.834 一层总123二层:S=[124.68+0.24-(5+6)*2-0.1*2]*(9+0.24)=949.133 1S=(6+0.24)*0.23*4=5.741 2S=[3.14(4.3+0.24)*(4.3+0.24)*120度/360度+(5+0.12-1.277+5+0.12)*(6-1.6-0.332)3/2+(5+0.12-1.277+7+0.24)*(2.5+0.332)/2+(1.6+0.12)*(5+0.24)+(7+0.24)*(2.5+0.12)]*2=1 16.96S=(1.1-0.12)*5.3*13*1/2=33.76 阳台4S= S+ S +S S=949.133+5.741+116.96+33.76=1155.594 二层总阳台123+4三层:S=[124.68+0.24-(5+6)*2-0.1*2]*(9+0.24)=949.133 1S=(6+0.24)*0.23*4=5.741 2S=[3.14(4.3+0.24)*(4.3+0.24)*120度/360度+(5+0.12-1.277+5+0.12)*(6-1.6-0.332)3/2+(5+0.12-1.277+7+0.24)*(2.5+0.332)/2+(1.6+0.12)*(5+0.24)+(7+0.24)*(2.5+0.12)]*2=1 16.96S= S+ S +S=949.133+5.741+116.96=1121.834 三层总123工程名称:桩基工程分部(项)名称计算公式工程量单位预应力混凝土管桩(162V=14*53+18*109=2704 32704 m 根)工程名称:土方工程分部(项)名称计算公式工程量单位S=(124.68+0.24+2+2)*(9+0.24+2+2)=1706.90 机械平整场地 731.56 ?地坑1-1V(1个)=(1+2*0.3+0.5*1.3)*(1+2*0.3+0.5*1.3)*1.3+0.5*0.5*1.3*1.3*1.3/3=6.764 750.326 地坑2-2V (29个)=(2.2+2*0.3+0.5*1.3)*(1+2*0.3+0.5*1.3)*1.3+0.5*0.5*1.3*1.3*1.3/3*29=2 97.946 3 m地坑3-3(33个):S底=(2.2+2*0.3)*(0.607+0.3)+(2.2+2*0.3+0.662+2*0.3)*(1.432+0.3)/2=6.057S面=(2.2+2*0.3+1.3)*(0.607+0.3+0.65)+(2.2+2*0.3+1.3+0.662+2*0.3+1.3)*(1.432 +0.3+0.65)人工挖土方 /2=14.318S 中=(2.2+2*0.3+0.65)*(0.607+0.3+0.325)+(2.2+2*0.3+0.65+0.662+2*0.3+0.65)*(1 .432+0.3+0.325)/2=9.765V=(S底+4S 中+S面)/6*1.3*33=(6.057+4*9.765+14.318)/6*1.3*33=429.96 地坑4-4V(1个)V=(2.2+0.6+0.5*1.3)*(2.2+0.6+0.5*1.3)*1.3+0.5*0.5*1.3*1.3*1.3/3=15.65 6地梁1土方:V=0.5*0.65*(2*3.14*4.39*90度/360度-0.6-0.65)*2=3.667 DL1 地梁2土方:V=0.5*0.75*[124.68*3(-5+6)*2-33*(2.2+0.6+0.65)-29*(1+0.6+0.65)-1*(1+0.6+0.65)DL2-1*(2.2+0.6+0.65)]=62.715地梁3土方:V=0.5*0.6*(2*3.14*4.39*30度/360度+2.51-0.6-0.65)*2=1.466 DL3地梁4土方:V=0.8*0.7*[9-(1.839+0.6+0.65)*2]*2=3.161 DL4地梁5土方:V=0.5*0.85*(2+3-1-0.6-0.65)*2=2.338 3DL573.347 mV=750.36+73.347-19.764-6.541-110.708-86.70-33.884=566.11 回填土 3 566.11 m工程名称:混凝土工程分部(项)名称计算公式工程量单位承台1垫层:V1-1(1个)=(0.1+0.4+0.4+0.1)*0.1*1=0.1承台2垫层:V2-2(29个)=(0.4+0.4+0.2)*(0.4+0.4+1.2+0.2)*0.1*29=6.38 承台3垫层:V3-3(33个)=[(2+0.2)*(0.507+0.1)+(0.462+2+0.2+0.2)*(1.332+0.1)/2]*0.1*33=12.80 承台4垫层:V4-4(1个)=(0.4+1.2+0.4+0.2)*(0.4+1.2+0.4+0.2)*0.1*1=0.48419.764垫层地梁1垫层:V=0.3*0.55*(2*3.14*4.39*90度/360度-1)*2*0.1=0.194 地梁2垫层:0.3*0.65*[124.68*3-(5+6)*2-29*1-33*2+(9-2.2*2)*20]*0.1=5.192地梁3垫层:V=0.3*0.4*(2*3.14*4.39*30度/360度+2.5-0.4)*0.1=0.053地梁4垫层:0.6*0.6*(9-0.4*3)*2*0.1=0.562地梁5垫层:V=0.3*0.75*(2.5+3-0.4)*0.1=0.5406.541 CT-1(1个):V=(4+0.4)*(4+0.4)*0.8*1=0.3283钢筋混凝土承台 mCT-2(29个):V=(0.4+0.4+1.2)*0.8*29=37.12 110.708 CT-3(33个):V=[(0.4+0.4+1.2)*0.507+(0.462+2)*1.332/2]*0.8*33=70.06 CT-4(1个):V=(0.4+0.4+1.2)*(0.4+0.4+1.2)*0.8*1=3.2DL-1: V=0.3*0.55*(2*3.14*4.39*90度/360度-0.4*1)*2=2.142DL-2: V=0.3*0.65*[124.68*3-(5+6)*2-60*0.4+(9-3*0.4)*20]=96.728DL-3: V=0.3*0.4*(2*3.14*4.39*30度/360度+2.5-0.4)=0.528 3地梁 m86.70 DL-4: V=0.6*0.6*(9-0.4*3)*2=5.616DL-5: V=0.3*0.75*(2.5+3-0.4)=1.148工程名称:砌筑工程分部(项)名称计算公式工程量单位 V=0.24*0.4*[124.68*2-(5+6)*2-0.4*50+(5+1.6+2)*2+(5-0.8)*2+(6-0.8)*20+(9-1-0.4)3基础砖砌体m*2+2*3.14*4.3*120度/360度*2]=33.884 33.884外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-2.7*2+0.32/0.24*0.5*8-50+0.4=247.918外墙面积S=247.918*3.9-0.9*1.8*42-4.6*3*12-5.5*11.6*4-8.9*3*2-2.3*6.3*1=410.15外墙体积V=410.15*0.24=98.436 302.755 3一层砌体 m 内墙:(厚为240):L 中=(7-0.24)*2+(9-0.24)*19-20*0.4=171.96(厚为120):L中=[(1.26-0.12)*2+3]*18+(1.26-0.12)*2+2.5=99.82内墙体积V=171.96*0.24*3.9+(99.82*3.9-0.7*2.1*19)*0.12=204.319外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318外墙面积S=253.318*3.3-0.9*1.8*42-4.2*1.8*13-8.9*6.3*2=557.488 外墙体积V=538.558*0.24=133.797 二层砌体 L中=(7-0.24)*2+(9-0.24)*18-20*0.4=163.2 内墙:263.051 内墙面积V=163.2*3.3=538.558内墙体积V=538.558*0.24=129.254 3 m 外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318外墙面积S=253.318*3-0.9*1.5*42-4.2*1.5*13=621.354外墙体积V=621.354*0.24=149.125 3三层砌体 m284.345 内墙:(厚为240):L 中=(7-0.24)*2+(9-0.24)*19-20*0.4=163.2(厚为120):L中=(2.3-0.12+1.32-0.12)*19=58.52内墙体积V=163.2*0.24*3+(58.52*3-0.7*2.1*19)*0.12=135.22工程名称:现浇混凝土梁分部(项)名称计算公式工程量单位 2KL1(1):V=0.24*0.5*(5-0.4*2+0.24)*2=1.0662KL2(2):V=0.24*0.7*(5+2+1-0.24)*2=2.607 二层现浇梁2KL3(2):V=0.24*0.5*(9-0.4*3+0.24)*2=1.932KL4(2):V=0.24*0.5*(9-0.4*3+0.24)*4=3.862KL5(2):V=0.24*0.7*(9-0.4*3+0.24+0.5)*4=5.7392KL6(2A):V=0.24*0.7*(9-0.4*3+0.24+0.5)*8=11.4783 m107.343 2KL7(5):V=0.24*0.85*(6*5-6*0.4+0.24)*2=11.1632KL8(7):V=0.24*0.85*(6*7-6*0.4+0.24)=8.0292KL9(2):V=0.24*0.85*(2*4.42*3.14*120度/360度-0.4*2)=1.7242KL10(2):V=0.24*0.85*(2*4.42*3.14*120度/360度-0.4*2)=1.724 2KL11(1A):V=0. 3*0.85*(3+5-0.4*2+0.12)=1.8672KL12(1A):V=0. 3*0.85*(3+5-0.4*2+0.12)=1.8672KL13(7):V=0.24*0.5*(6*6+5-7*0.4+0.24-0.24)=4.5842KL14(7):V =0.24*0.5(6*7-8*0.4+0.24)=4.6852KL15(7) :V=0.24*0.5*(6*6+5-7*0.4+0.24-0.24)=4.5842L1(1):0.24*0.3*(2.3-0.24)*36=5.402L1a(1):0.24*0.4*(5-0.24)=0.4572L1b(1):0.24*0.4*(9-0.24-1.44)=0.7032L2(1):0.24*0.4*(6-1.44-0.24*2)=0.3922L2b(1):0.24*0.4*(6-0.24-0.24*2)=0.50107.3432L4(7):0.24*0.4*(6*6+5-7*0.24)*2+0.24*0.4*(6+6+5-7*0.24)=11.42 3KL1(1):0.24*0.5*(5-0.4*2-0.24)*2=1.0673KL2(2):0.24*0.7*(5+2+1-0.4+0.12)*2=2.5943KL3(2):0.24*0.5*(9-0.4*3+0.24)*2=1.93 3KL4(2):0.24*0.5*(9-0.4*3+0.24)*2=1.933KL5(2):0.24*0.5*(9-0.4*3+0.24)*2=1.93 三层现浇梁3KL6(2):0.24*0.5*(9-0.4*3+0.24)*4=3.863KL7(2A):[0.24*0.5*(9-0.4*3+0.24)+0.37*0.5*0.5]*4=4.229 3KL8(2A):[0.24*0.5*(9-0.4*3+0.24)+0.37*0.5*0.5]*4=4.229 3KL9(7):0.24*0.55*(6*7-8*0.4+0.24)=5.1533KL10(2):0.3*0.85*(3+5-2*0.4+0.12)=1.8673 m125.305 3KL11(2):0.24*0.85*(3+5-2*0.4+0.12)1.724125.3053KL12(2):0.3*0.85*(3+5-2*0.4+0.12)=1.8673KL13(6):0.24*0.5*(6*5-6*0.4+0.24)=3.3413KL14(7):0.24*0.5*(6*7-8*0.4+0.24)=4.6853KL15(2):0.24*0.85*(3+5-2*0.4+0.12)1.7243KL16(6):0.24*0.5*(6*5-6*0.4+0.24)=3.3413KL17(7):0.24*0.55*(6*6+5-8*0.4+0.24)=5.0213KL18(7):0.24*0.55*(6*7-8*0.4+0.24)=5.1533KL19(7):0.24*0.55*(6*6+5-8*0.4+0.24)=5.0213KL20(5):0.24*0.55*(6*5-6*0.4+0.24)=3.6753L1(1):0.24*0.4*(5-0.24)*2=0.9143L2(1A):0.24*0.4*(5+2-1.44-0.24-0.24)*2=1.0213L3(2A):0.24*0.4*(9-1.44-0.24-0.24)*16=10.8753L4(2):0.24*0.4*(9-0.24-0.24)*16=13.0873L4a(2):0.24*0.4*(9-0.24-0.24+9-1.44-0.24-0.24)=1.4783L5(7):0.24*0.45*(6*6+5-0.24-0.24*18)=3.9363L6(6):0.24*0.45*(6*6-0.24-0.24*17)=3.4213L7(1):0.24*0.4*(2.26+2.3-0.24-0.24)*2=0.7833L8(1):0.24*0.4*(2.26+2.3-0.24)=0.4573L9(4):0.24*0.4*(6+6-1.44*2-0.24-0.24*3)*6=18.5243L10(7):0.24*0.45*(6+6+5-0.24-0.24*18)=3.9363L11(2):0.24*0.4*(2.26+2.3+5-0.24-0.24*2)=0.8493L11a(3):0.24*0.4*(6-1.44+6-0.24-0.24*4)=0.8993L12(3):0.24*0.4*(2.26+2.3+5-0.24-0.24*2)=0.8493L13(2):0.24*0.4*(4.56-0.24-0.24)=0.392WKL1(1):0.24*0.5*(5-0.4*2)*2=1.008WKL2(2):0.24*0.7*(9-1-0.4*3)=2.285WKL3(2):0.24*0.5*(9-3*0.4)*8=7.488WKL4(2):0.24*0.5*(9-3*0.4)*4=3.744WKL5(4):0.24*0.5*(9-3*0.4)*8=7.488WKL6(7):0.24*0.6*(6*7-0.4*8)*2=11.17491.793屋面梁 mWKL7(5):0.24*0.6*(6*5-0.4*6)*2=7.95 91.79 WKL8(2):0.24*0.85*(2*3.14*4.42*120度/360度)=1.888 WKL9(7):0.24*0.4*(6*6+5-3-0.4*2-0.24*7)=3.41WKL10(7):0.24*0.4*(6*6+5-3-0.4*2-0.24*7)=3.41WKL11(6):0.24*0.5*(6*6+5-7*0.4)=4.584WKL12(7):0.24*0.5*(6*7-0.4*8)=4.656WKL13(2):0.24*0.85*(2*3.14*4.42*120度/360度)=1.888 WKL14(6):0.24*0.5*(6*6+5-7*0.4)=4.584WKL15(7):0.24*0.6*(6*6+5-8*0.4)=5.443WKL16(7):0.24*0.6*(6*6+5-8*0.4)=5.443WKL17(1):0.24*0.4*(2-0.12-0.2)=0.161WKLa(2):0.3*0.85*(3+5-0.24*2)=3.835WL2(7):0.24*0.4*(6*6+5-0.24*8)=3.752WL3(7):0.24*0.4*(6*7-0.24*8+6*6+5-0.24*8)=7.599工程名称:现浇混凝土板分部(项)名称计算公式工程量单位二层现浇板(厚度均为S={(6-0.24)*(9-0.24)-0.24*[(6-0.24)*2+(2.3-0.24)*2] }*16=747.274 板1120，故将板按面积不同分成三部分算，分别S=[3.14*4.3*4.3*120度/360度+(5-1.277-0.12+7-0.24)*(2.5+0.332)/2+(2.5-10.12)*(7-0.24)板23 m设轴3~15和16~22为1116.689+(5-1.277-0.12+5-0.12)*(6-1.6-0.332)/2+(1.6-0.12)*(5-0.24)]*2-0.24*[(5+6-0.24)*2+(9-1-0.24*3)板1，轴1~3和轴22~24+(2.3-0.24)*2]*2=139.609 为板2，轴15~16为板3): S=(6-0.24)*(9-0.24)-0.24*[9-0.24+5-0.24+(6-0.24*3)*2+6-1.44-0.24*2]=43.7 板3V= (S + S + S)*1.2=(747.274+139.609+43.7)*1.2=1116.689 板总板板板123 S={(6-0.24)*(9-0.24)-0.24*[(9-1.44-0.24+9-0.24)+(6-0.24*3)*2+(6-1.44-0.24)] }*16=688.435 板1三层现浇板(厚度均为120，故将板按面积不S=[3.14*4.3*4.3*120度/360度+(5-1.277-0.12+7-0.24)*(2.5+0.332)/2+(2.5-10.12)*(7-0.24)板2同分成三部分算，分别+(5-1.277-0.12+5-0.12)*(6-1.6-0.332)/2+(1.6-0.12)*(5-0.24)]*2-0.24*[(5+6-0.24)*2+(4.56-0.24)3 m设轴3~15和16~22为835.86 +(5-0.24)+(3+2.5)+(5-0.24*3)+(5+2-1.44-0.24*3)+(9-1-0.24*5)]*2=123.87 板1，轴1~3和轴22~24为板2，轴15~16为板S=(6-0.24)*(9-0.24)-0.24*[(9-0.24+9-1.44-0.24)+(6-0.24*3)*2+(1.44-0.24)]=43.565 板33):V= (S + S + S)*1.0 (747.274+139.609+43.7)*1.0=835.86 板总板板板二123 S=[(6-0.24)*(9-0.24)-0.24*(6-0.24)*3] *16=740.973 板1屋顶现浇板(厚度均为120，故将板按面积不S=[3.14*4.3*4.3*120度/360度+(5-1.277-0.12+7-0.24)*(2.5+0.332)/2+(2.5-10.12)*(7-0.24)板2同分成三部分算，分别+(5-1.277-0.12+5-0.12)*(6-1.6-0.332)/2+(1.6-0.12)*(5-0.24)]*2-0.24*[(5+6-0.24)*2+(9-1)3 m设轴3~15和16~22为919.045+(3+2)]*2=131.761 板1，轴1~3和轴22~24为板2，轴15~16为板S=(6-0.24)*(9-0.24)-0.24*(6-0.24)*3=46.311 板33):V= (S + S + S)*1.0 (740.973+131.761+46.311)*1.0=919.045 板总板板板二123工程名称:混凝土柱分部(项)名称计算公式工程量单位混凝土柱70根(此建筑物V=0.4*0.4*(10.2+0.7)*70=122.08 KZ1122.08 的柱子全部为KZ1) 3 m工程名称:屋面工程分部(项)名称计算公式工程量单位2顶层屋面 m*0.6*[124.68*2-(5+6)*2+(5+1.6+2)*2=2*3.14*4.3*120度/360度*2]=157.917 157.917工程名称:女儿墙分部(项)名称计算公式工程量单位女儿墙 V=0.12*0.6*[124.68*2-(5+6)*2+(5+1.6+2)*2=2*3.14*4.3*120度/360度*2]=18.905 3 m18.905工程名称:楼梯分部(项)名称计算公式工程量单位S=1.2*(5-1.34+3.12+0.3)*18+1.2*(5-0.3+2.12+0.3)*1=161.472 2二层楼梯m161.4722三层楼梯 mS=1.2*(5-2.12-+6-2.3-1.28+0.3)*18+1.32*(3.12+0.3)*1=125.474 125.474工程名称:脚手架工程分部(项)名称计算公式工程量单位23339.662 3339.662 m 综合脚手架2一层: 1121.834 1121.834 m 一层满堂脚手架2二层:1155.594 1155.594 m 二层满堂脚手架2三层:1109.75 1109.75 m 三层满堂脚手架工程名称:内墙抹灰分部(项)名称计算公式工程量单位S=[(7-0.24)*2+(9-0.24)*19-20*0.4+[(1.26-0.12)*2+3]*18+(1.26-0.12)*2+2.5]*3.9=1059.942 2m 一层内墙抹灰 1059.942S=[(7-0.24)*2+(9-0.24)*18-20*0.4]*3.3=538.56 538.56 2m 二层内墙抹灰:L中=(7-0.24)*2+(9-0.24)*19-20*0.4=163.2 (厚为240)(厚为120):L中=(2.3-0.12+1.32-0.12)*19=58.52 637.23 2m 三层内墙抹灰S=163.2*3+(58.52*3-0.7*2.1*19)=637.23工程名称:外墙抹灰分部(项)名称计算公式工程量单位外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-2.7*2+0.32/0.24*0.5*8-50+0.4=247.918 410.15 2m 一层外墙抹灰 S=247.918*3.9-0.9*1.8*42-4.6*3*12-5.5*11.6*4-8.9*3*2-2.3*6.3*1=410.15 外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318 2m 二层外墙抹灰 557.488 面积S=253.318*3.3-0.9*1.8*42-4.2*1.8*13-8.9*6.3*2=557.488外墙:L中=124.68*2-(5+6)+(1.6+5+2.5+2+2*3.14*4.42*120度/360度)*2-0.12*4-+0.32/0.24*0.5*8-50+0.4=253.318 2m 三层外墙抹灰 621.354 面积S=253.318*3-0.9*1.5*42-4.2*1.5*13=621.3542 m工程名称:女儿墙抹灰分部(项)名称计算公式工程量单位2m 女儿墙抹灰 S=0.6*[124.68*2-(5+6)*2+(5+1.6+2)*2=2*3.14*4.3*120度/360度*2]=157.542 157.5422 m工程名称:顶棚抹灰分部(项)名称计算公式工程量单位2m 一层顶棚抹灰 S=(747.274+139.609+43.7)=930.574 930.5742m 二层顶棚抹灰 S=(747.274+139.609+43.7)=835.86 835.862m 三层顶棚抹灰 S= (740.973+131.761+46.311)=919.045 919.045 工程名称:水泥砂浆楼地面(楼梯)分部(项)名称计算公式工程量单位2m 一层砂浆地面 S=(747.274+139.609+43.7)=930.574 930.5742m 二层砂浆楼面 S=(747.274+139.609+43.7)=835.86 835.862m 三层砂浆楼面 S= (740.973+131.761+46.311)=919.045 919.045 模板工程名称计算公式工程量单位桩承台模板 S=110.708*1.99=220.309 220.309 23m/m 基础梁模板 S=(2.142+0.528+5.616)*10.6+(96.728+1.148)*8.10=880.627 880.628 23m/m 柱模板 S=122.08*14.73=1798.238 1798.238 23m/m 现浇板模板(1116.689+919.045)*8.04+835.86*12.06=26447.773 26447.7723m/m 3 工程名称:门窗工程分部(项)名称计算公式工程量单位LTC0915(42个):S=0.9*1.8*52=68.04ML1(12个):S=4.6*3 *12=165.6ML2(4个):S=5.5*11.6*4=255.22 584.66 m 一层门窗ML3(2个):S=8.9*3*2=53.4ML4(1个):S=2.3*6.3=14.49M1(19个):S=0.7*2.1*19=27.93 LTC0915(42个):S=0.9*1.8*52=68.042LTC0915(13个): S=4.2*1.8*13=98.28 278.46 m 二层门窗LTC0915(2个): S=8.9*6.3*2=112.14LTC0915(42个): S=0.9*1.5*42=56.7LTC0915(13个): S=4.2*1.5*13=81.9 2166.53 m 三层门窗M1(19个):S=0.7*2.1*19=27.93模板工程量第2章钢筋工程量楼层名称:基础层(绘图输入) 钢筋总重:27423.974Kg级别直筋号计算公式根数总根数单长m 总长m 总重kg 径构件名称:构件数量:10 本构件钢筋重:107.016Kg KZ-1[2589]构件位置:<1+80,B-80>;<3+80,B>;<4,B>;<5,B>;<12,B>;<13,B>;<20,B>;<21,B>;<22,B>;<24-80,B>B20 4850/3+800-40+max(6*d,150) B边插6 60 2.527 151.62 373.919 筋.1 B20 4850/3+800-40+max(6*d,150) H边插6 60 2.527 151.62 373.919 筋.1 B22 4850/3+800-40+max(6*d,150) 角筋插4 40 2.527 101.08 301.628 筋.1 B10 2*((400-2*30)+(400-2*30))+2*(11.9*d)+(8*d)箍筋.1 2 20 1.678 33.56 20.691 构件名称:构件数量:48 本构件钢筋重:102.157Kg KZ-1[2590]构件位置:<1+80,A+80>;<2,A+80>;<3+80,2/B-80>;<3,A+80>;<4,2/B-80>;<4,A+80>;<5,2/B-80>;<5,A+80>;<6,2/B-80>;<6,A+80>;<7,2/B-80>;<7,A+80>;<8-80,2/B-80>;<8-80,A+80>;<10,2/B-80>;<10,A+80>;<11,2/B-80>;<11,A+80>;<12,2/B-80>;<12,A+80>;<13,2/B-80>;<13,A+80>;<14,2/B-80>;<14,A+80>;<15,2/B-80>;<15,A+80>;<16-80,2/B-80>;<16-80,A+80>;<18,2/B-80>;<18,A+80>;<19,2/B-80>;<19,A+80>;<20,2/B-80>;<20,A+80>;<21,2/B-80>;<21,A+80>;<22,2/B-80>;<22,A+80>;<23,A+80>;<24-80,A+80>;<2+2500,1/B>;<22+2500,1/B>;<9+80,2/B-80>;<9+80,A+79>;<17+80,2/B-80>;<17+80,A+80>;<2-3161,1/B>;<24-2900,1/B>B20 4500/3+800-40+max(6*d,150) B边插6 288 2.41 694.08 1711.712 筋.1 B20 4500/3+800-40+max(6*d,150) H边插6 288 2.41 694.08 1711.712 筋.1 B22 4500/3+800-40+max(6*d,150) 角筋插4 192 2.41 462.72 1380.781 筋.1 A10 2*((400-2*30)+(400-2*30))+2*(11.9*d)+(8*d)箍筋.1 2 96 1.678 161.088 99.317 构件名称:构件数量:12 本构件钢筋重:104.233Kg KZ-1[2602]构件位置:<6,B>;<7,B>;<8-80,B>;<10,B>;<11,B>;<14,B>;<15,B>;<16-80,B>;<18,B>;<19,B>;<9+80,B>;<17+80,B>B20 4650/3+800-40+max(6*d,150) B边插6 72 2.46 177.12 436.806 筋.1 B20 4650/3+800-40+max(6*d,150) H边插6 72 2.46 177.12 436.806 筋.1 B22 4650/3+800-40+max(6*d,150) 角筋插4 48 2.46 118.08 352.357 筋.1 A10 2*((400-2*30)+(400-2*30))+2*(11.9*d)+(8*d)箍筋.1 2 24 1.678 40.272 24.829构件名称:构件数量:1 本构件钢筋重:139.344Kg JZL-1[2659]构件位置:<22+2500,1/B><24-2836,1/B>B20 522-40+470/2+5595+500-40+470/2 1跨.下3 3 7.007 21.021 51.841 通长筋11跨.侧B12 15*d+5595+15*d面构造筋2 2 5.955 11.91 10.5741B20 522-40+470/2+5595+500-40+470/2 1跨.上3 3 7.007 21.021 51.841 部钢筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋2A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.634 47.386 18.698 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉15 15 0.426 6.39 2.521 筋1 构件名称:构件数量:1 本构件钢筋重:140.664Kg JZL-1[2660]构件位置:<2-3161,1/B><2+2500,1/B>B20 522-40+470/2+5655+522-40+470/2 1跨.下3 3 7.089 21.267 52.448 通长筋11跨.侧B12 15*d+5655+15*d面构造筋2 2 6.015 12.03 10.681B20 522-40+470/2+5655+522-40+470/2 1跨.上3 3 7.089 21.267 52.448 部钢筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋1A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.634 4.902 1.934 筋2A8 2*((300-2*40)+(550-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.634 47.386 18.698 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉15 15 0.426 6.39 2.521 筋1 构件名称:构件数量:1 本构件钢筋重:2375.511Kg JZL-2[2661]构件位置:<3,2/B><22,2/B>B20 400-40+570/2+102200+400-40+570/2 1跨.下3 3 103.49 310.47765.669 通长筋11跨.侧B12 15*d+102200+15*d+1800面构造通4 4 104.36 417.44 370.611长筋1B20 400-40+570/2+102200+400-40+570/2 1跨.上3 3 103.49 310.47765.669 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.834 5.502 2.171 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 3跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 4跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 5跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 6跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 7跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 8跨.拉30 30 0.426 12.78 5.043 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 9跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 10跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 11跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 12跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 13跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 14跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 15跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 16跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍3 3 1.8345.502 2.171 筋2A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍29 29 1.834 53.186 20.986 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 17跨.拉30 30 0.426 12.78 5.043 筋1 构件名称:构件数量:1 本构件钢筋重:2880.308Kg JZL-2[2662]构件位置:<1,A><24,A>B20 400-40+570/2+124120+400-40+570/2 1跨.下3 3 125.41 376.23927.843 通长筋11跨.侧A12 15*d+124120+15*d+2160 面构造通4 4 126.64 506.56 449.733 长筋1B20 400-40+570/2+124120+400-40+570/2 1跨.上3 3 125.41 376.23927.843 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.834 5.502 2.171 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍24 24 1.834 44.016 17.368 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉26 26 0.426 11.076 4.37 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 3跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 4跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 5跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 6跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 7跨.拉30 30 0.426 12.78 5.043 筋1 AA8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 8跨.拉32 32 0.426 13.632 5.379 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 9跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 10跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 11跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 11跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 12跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 12跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 13跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 13跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 14跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 14跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 15跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 15跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 16跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 16跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 17跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 17跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 18跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 18跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 18跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 19跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 19跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 19跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 20跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 20跨.箍24 24 1.834 44.016 17.368 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 20跨.拉26 26 0.426 11.076 4.37 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 21跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 21跨.箍3 3 1.8345.502 2.171 筋2A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 21跨.箍29 29 1.834 53.186 20.986 筋3A8 (300-2*40)+2*(11.9*d)+(2*d) 21跨.拉30 30 0.426 12.78 5.043 筋1 构件名称:构件数量:2 本构件钢筋重:172.986Kg JZL-2[2663]构件位置:<2,A><2,1/B>;<23,A><23,1/B>B20 400-40+570/2+6570+300-40+570/2 1跨.下3 6 7.76 46.56 114.824 通长筋11跨.侧B12 15*d+6570+15*d 面构造筋4 8 6.93 55.44 49.2211B20 400-40+570/2+6570+300-40+570/2 1跨.上3 6 7.76 46.56 114.824 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 6 1.83411.004 4.342 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍24 48 1.834 88.032 34.736 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉26 52 0.426 22.152 8.741 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍2 4 1.834 7.336 2.895 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍9 18 1.83433.012 13.026 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉10 20 0.426 8.52 3.362 筋1 构件名称:构件数量:1 本构件钢筋重:2878.137Kg JZL-2[2665]构件位置:<1,B><24,B>B20 400-40+570/2+124120+400-40+570/2 1跨.下3 3 125.41 376.23927.843 通长筋11跨.侧B12 15*d+124120+15*d+2160 面构造通4 4 126.64 506.56 449.733 长筋1B20 400-40+570/2+124120+400-40+570/2 1跨.上3 3 125.41 376.23927.843 通长筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍3 3 1.834 5.502 2.171 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 1跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 1跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 2跨.箍25 25 1.834 45.85 18.092 筋1A8 (300-2*40)+2*(11.9*d)+(2*d) 2跨.拉26 26 0.426 11.076 4.37 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 3跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 3跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 4跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 4跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 5跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 5跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 6跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 6跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 7跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 7跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 8跨.箍31 31 1.834 56.854 22.434 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 8跨.拉32 32 0.426 13.632 5.379 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍2 2 1.834 3.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 9跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 9跨.拉30 30 0.426 12.78 5.043 筋1 A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍2 2 1.8343.668 1.447 筋1A8 2*((300-2*40)+(650-2*40))+2*(11.9*d)+(8*d) 10跨.箍29 29 1.834 53.186 20.986 筋2A8 (300-2*40)+2*(11.9*d)+(2*d) 10跨.拉30 30 0.426 12.78 5.043 筋1。
工程量计算书
工程量计算书一、拦河坝工程1.1.1 土方开挖（如下图）拦河坝下游坝坡（桩号0+000-0+193.5）长为193.5米，开挖深度为1米。
开挖宽度为：（97.5-83.3）×2.3+1=33.66m开挖工程量为：0+010～0+05033.66×40×0.5×1.2=807.8 m3（193.5-50）×1.2×33.66=5796.3m3合计：807.8+5796.3=6604.1 m31.1.2拦河坝上游旧石拆除翻修（厚30cm）、反滤料找平补齐（厚25cm）及旧干砌石铺筑（厚30cm）（如以下简图）1、0+030-0+172.6 (长142.6m、宽10.6 m) （如下图）干砌石拆除工程量：142.6×10.6×0.3=453.5m3旧干砌石砌筑工程量：142.6×10.6×0.3=453.5m3反滤料找平补齐工程量：142.6×10.6×0.25=377.9 m32、0+016-0+028.4 (长12.4m、宽10.6 m) （如下图）干砌石拆除工程量：12.4×10.6×0.3=39.4m3干砌石砌筑工程量：12.4×10.6×0.3=39.4m3反滤料找平补齐工程量：12.4×10.6×0.25=32.9 m33、上游马道平台工程量0+030-140.2（长110.2m、宽2m）（如下图）。
干砌石拆除工程量：2×74.2×0.3+36×2×0.3×0.5= 55.3m3干砌石砌筑工程量：2×74.2×0.3+36×2×0.3×0.5= 55.3m3反滤料找平补齐工程量：2×74.2×0.25+36×2×0.25×0.5=46.1m34、上游马道平台以上（0+020-0+229.6）工程量为（如下图）：干砌石拆除工程量：（12.1×36+10.5×32.4+12.1×122.6+12.4×18.6）×0.3= 746.97m3干砌石工程量：（12.1×36+10.5×32.4+12.1×122.6+12.4×18.6）×0.3= 746.97m3反滤料找平补齐工程量：（12.1×36+10.5×32.4+12.1×122.6+12.4×18.6）×0.25= 622.5m35、新建连接坡道与坝顶三角形夹角处（0+153.9-0+193.5）长39.6米（如下图）。
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5
GLF
企业管理费
QFJS
6
GF
规费
QFJS
7
LR
利润
QFJS
8
JKTZ
价款调整
JC+DLF
—
—
9
AWF
安全生产、文明施工费
ZJF+GLF+GF+LR+JKTZ
10
SJ
税金
ZJF+GLF+GF+LR+JKTZ+AWF
11
HJ
工程造价
ZJF+GLF+GF+LR+JKTZ+AWF+SJ
100.00
A、建筑工程工程量计算书
第一部分建筑工程实体项目
序号
项目编码
（定额编号）
项目名称
计算式
计量单位
工程量
一、A.1土方工程
1
2
二、A.3砌筑工程
3
4
三、A.4混凝土及钢筋混凝土工程
6
7
8
五、A.7屋面及防水工程
9
六、A.8防腐、隔热、保温工程
10
第二部分建筑工程措施项目
序号
定额编号
项目名称
计算式
计量单位
实体项目预算表
工程名称：
序号
定额编号
项目名称
单位
数量
单价
合价
其中：（元）
人工费
材料费
机械费
措施项目预算表
工程名称：
项目编码
项目名称
单位
数量
单价
合价
其中：（元）
人工费
材料费
机械费
1
可竞争措施项目
1.1
定额组价措施项目
1.1.1
混凝土、钢筋混凝土模板及支架
1.1.2
脚手架
1.2
费率组价措施项目
工程量计算书
4
QFJS
直接费中的人工费+机械费
RGF+JXF
100.00
5
GLF
企业管理费
QFJS
6
GF
规费
QFJS
7
LR
利润
QFJS
8
JKTZ
价款调整
JC+DLF
—
—
9
AWF
安全生产、文明施工费
ZJF+GLF+GF+LR+JKTZ
10
SJ
税金
ZJF+GLF+GF+LR+JKTZ+AWF
11
HJ
工程造价
ZJF+GLF+GF+LR+JKTZ+AWF+SJ
工程量
可竞争措施项目
一、混凝土、钢筋混凝土模板及支架
1
2
3
4
5
6
二、脚手架
7
8
三、垂直运输机械
9
B．建筑工程三线一面计算式精品文档word文档可以编辑！谢谢下载！
房建预算实训报告
班级：
学号：
姓名：
单位工程费汇总表
工程名称：
序号
编码
项目名称
计算基础
费率（%）
费用金额（元）
一般建筑工程，三类工程，包工包料
1
ZJF
直接费
RGF+CLF+JXF+WCF
100.00
2
RGF
其中：人工费
STRGF+CSRGF
100.00
3
JXF
其中：机械费
STJXF+CSJXF
100.00
100.00
建筑工程土石方、建筑物超高、垂直运输、特大型机械场外运输及一次安拆，包工包料
1
ZJF
直接费
RGF+CLF++WCF
100.00
2
RGF
其中：人工费
STRGF+CSRGF
100.00
3
JXF
其中：机械费
STJXF+CSJXF
100.00
4
QFJS
直接费中的人工费+机械费
RGF+JXF